The constitutive equation of rock and soil has always been the core problem in rock and soil mechanics. Up to now, the nature of nonlinear shear strength of rock and soil has not been revealed. In many engineering practices, it is still considered that the failure mode of rock and soil is always shear failure, and Coulomb linear constitutive equation is adopted, or Mohr envelope is fitted by data. However, the constitutive equation of rock mass is nonlinear, and its failure mode is not only shear failure. A large number of single triaxial tests show that there is not only shear stress, but also tensile stress in the failure process of rock and soil. Theoretical and experimental research on failure mode of rock mass under pressure are one of the important means to improve and develop soil mechanics. It is important to understand the nonlinear nature of rock and soil constitutive equation to explore the energy variation and the distribution of tensile stress and shear stress in different failure modes of rock and soil.
In practical engineering, data of lateral deformation in field soft soil are measured by inclinometers. Error is always present in soft soil deformation surveys due to rigidity differences and other objective factors, which means that the measured data do not reflect the actual amount of soft soil deformation. Therefore, the forces acting on an inclinometer when soft soil deforms and the difference between the soft soil deformation and the inclinometer deformation were analyzed during this study. A mechanics model for inclinometer deformation in soft soil under different geological conditions was developed, and inclinometer deflection equations were obtained, which can be used to calculate quite accurately the maximal deformation of an inclinometer. Combined with monitoring data of an inclinometer tube in the field, this model can be used to determine whether the soft soil completely bypasses the inclinometer pipe, resulting in a complete distortion of the data measured by the inclinometer tube. On this basis, an improved method for performing inclinometer pipe measurements was proposed, recommending that a new inclinometer be inserted to continue the observations when the original inclinometer reaches its ultimate strain.
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